International Research Journal of Engineering and Technology (IRJET)
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BITUMEN EMULSION FOR PLASTIC HIGHWAY CONSTRUCTION
Madeeha Qazi1, Er. DeepakKumar2
1Student,
Department of Civil Engineering, Desh Bhagat University, Mandi Gobindgrah, Punjab.
Guide, Department of Civil Engineering, Desh Bhagat University, Mandi Gobindgrah, Punjab
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Abstract – Bitumen emulsion is a mixture of fine droplets
for emulsified asphalt aggregate design is based on the
research conducted at the University ofIllinois.Thismethodis
applicable to base course mixture for low volume traffic load.
Coldmixisusedinsurfacecoursealso for low to medium traffic
volume road. The cold mix design is carried out to optimize
water and emulsion content for aggregate in the mix. The
parameters involved in mix design of cold mix are;
of bitumen and water has successfully replaced the use of
bitumen which was used before for the construction of
flexible pavement. Bitumen emulsion helps to maintain the
paving temperature of hot mix, so it can be used in colder
regions and is also less toxic as compare to bitumen.
Experiments performed through Marshal Test shows that
bitumen emulsion have high stability value, therefore can be
used as binder.
1. Aggregates selection
2. Emulsion selection
Key Words: Marshall Method, Theoretical specific gravity of
the mix, Bulk specific gravity of mix
Aggregates Selection
1. INTRODUCTION
In India aggregates should conform the physical
requirement laid by MoRTH specification (2001). Testing of
aggregate like sieve analysis, specific gravity,aggregate impact
value and soundness is necessary.
The modern flexible pavement is generally designed and
constructed in several layers for effective stress distribution
across pavement layers under the heavy traffic loads. The
interlayer bonding of the multi-layered pavement system
plays an important role to achieve long term performance of
pavement. Adequatebondbetweenthelayersmustbe ensured
so that multiple layers perform as a monolithic structure. To
achieve good bond strength, a bituminous emulsion is
usually sprayed in between the bituminous pavement layers.
About 740 people of India live in rural area and nearly 40
percent of village people of the country are not connected by
all- weather roads. Either bituminous mix or concrete is
required to make these earthen roads into all-weather roads.
Concrete is not economical one as a paving mix compared to
bituminous mix for rural road construction works. In India
majority of road network is occupied by bituminous
pavement as a paving mix from many decades. However this
bituminous mix is associated with some limitations. These
include excessive emission of greenhouse gases (e.g. Sulphur
dioxide, nitrogen oxides, carbon monoxides and volatile
organic compounds, shut down of hot mix plant during rainy
seasonandthelayingofHMA is difficult in hilly areas and rural
areas having long hauling distances, cost of putting up HMA
plant is high and comparative budgets of smallsectionsof rural
roadis veryless,etc.As,Indianruralroad network is developing
continuously, paving mix like cold mix emulsions should be
tried
Emulsion Selection
Selection of emulsion depends on aggregate type and
aggregate gradation and ability of emulsion to coat the
aggregate.AccordingIS 8887:2004 specifications, five grade of
emulsion;RS-1, RS-2,MS,SS-1 andSS-2 areused to prepare cold
mix. Quality tests should be carriedoutontheselectedemulsion
according to IS 8887:2004
2. PREPARATION OF MARSHALL SPECIMEN
The coarse aggregate, fine aggregate and filler material are
mixed in such a way that the final mix after blending has the
gradation within the specified range. Grade A aggregate are
used here. The gradations of aggregates for bituminous
concrete surface course are given below:
Table 1.Gradation of aggregate
Sieve size
(mm) 19 12.5 9.5 4.7 2 0.42 0.17 0.07
Passing
100 86
%
1.1 MATERIALS AND METHODS
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9
6
3. Specimen preparation
Properties of bitumen emulsions are varied by many
parameters like; source of aggregate, curing condition and
curing time, etc. Hence there is no universally accepted mix
design method for cold mixes. But Marshall Method is
popularly used to design emulsified mixes. Marshall Method
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Approximately 1200 gm of aggregates and filler is heated to
a temperature of 175-190 oC. Bitumen is heated to a
temperature of 121 to 125 deg.
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International Research Journal of Engineering and Technology (IRJET)
e-ISSN: 2395-0056
Volume: 06 Issue: 07 | July 2019
p-ISSN: 2395-0072
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Bitumen is heated to a temperature of 121 to 125 deg.
with the first trial percentage of bitumen (say 3.5 or 4% by
weight of the mineral aggregates). The heated aggregates and
bitumen are thoroughly mixed at a temperature 154-160 oC.
The mix is placed in a preheated mould and compacted by a
Vv 
Where
(Gt  Gm )100
Gt
is the theoretical specific gravity of the mix, and
is the bulk or actual specific gravity of the mix.
4.3 Percent volume of bitumen
The volume of bitumen
is the percent of volume of
bitumen to the total volume and given by:
where,
is the weight of coarse aggregate in the total mix,
is the weight of fine aggregate in the total mix,
is the
weight of filler in the total mix,
is the weight of bitumen
in the total mix,
is the apparent specific gravity of
bitumen, and
is the bulk specific gravity of mix .
rammer with 50 blows on either side at temperature of 138oC
to 149oC. The weight of mixed aggregates taken for the
preparation of the specimen may be suitably altered to obtain
a compacted thickness of 63.5+/-3 mm. Vary the bitumen
content in the next trial by +0.5% and repeat the above
procedure. Number of trials are predetermined.
4.4 Voids in mineral aggregate VMA
Voids in mineral aggregate VMA is the volume of voids in the
aggregates, and is the sum of air voids and volume of
bitumen, and is calculated from
4. RESULTS AND DISCUSSIONS
Theoretical specific gravity (Gt) is the specific gravity
without considering air voids, and is given by:
Where, is the percent air voids in the mix and
bitumen content in the mix.
is percent
4.5 Voids filled with bitumen VFB
Voids filled
with bitumen
VFB is the voids
in the mineral
aggregate frame
work filled with
where,W1 is the weight of coarse aggregate in the total mix,
W2 is the weight of fine aggregate in the total mix, W3 is the
weight of filler in the total mix, Wb is the weight of bitumen
in the total mix,G1 is the apparent specific gravity of coarse
aggregate, G2 is the apparent specific gravity of fine
aggregate,G3 is the apparent specific gravity of filler and Gb is
the apparent specific gravity of bitumen.
the bitumen, and is calculated as:
4.1 Bulk specific gravity of mix (Gm)
The bulk specific gravity or the actual specific gravity of the
mix Gm is the specific gravity considering air voids and is
found out by:
Where, is percent bitumen content in the mix,
percent voids in the mineral aggregate.
4.2 Air voids percent
5. Determine Marshall Stability and flow
Air voids is the percent of air
specimen and is given by:
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is the
voids by volume in the
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Marshall Stability of a test specimen is the maximum load
required to produce failure when the specimen is preheated
to a prescribed temperature placed in a special test head and
the load is applied at a constant strain (5 cm per minute).
While the stability test is in progress dial gauge is used to
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Volume: 06 Issue: 07 | July 2019
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measure the vertical deformation of the specimen. The
deformation at the failure point expressed in units of 0.25
mm is called the Marshall Flow value of the specimen.
5.1 Apply stability correction
It is possible while making the specimen the thickness
slightly vary from the standard specification of 63.5 mm.
Therefore, measured stability values need to be corrected to
those which would have been obtained if the specimens had
been exactly 63.5 mm. This is done by multiplying each
measured stability value by an appropriated correlation
factors as given in Table below.
Volume of
specimen
Thickness
of specimen
(mm)
Correction
Factor
457 -470
57.1
1.19
471 -482
68.7
1.14
483 -495
60.3
1.09
496 -508
61.9
1.04
509 -522
63.5
1.00
523 -535
65.1
0.96
(cm )
5.2 Prepare graphical plots
The average value of the above properties are determined
for each mix with different bitumen content and the
following graphical plots are prepared:
1. Binder content versus
Stability.
corrected
Marshall
2. Binder content versus Marshall Flow.
3. Binder content versus percentage of void in the totalmix.
Binder content versus voids filled with bitumen
Determine optimum bitumen content
Determine the optimum binder content for the mix design by
taking average value of the following three bitumen contents
found form the graphs obtained in the previous step.
1. Binder content corresponding to maximum stability
2. Binder content corresponding to maximum bulk specific
g r a v i t y (Gm)
3. Binder content corresponding to the median of designed
limits of percent air voids (Vv) in the total mix (i.e. 4%)
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Volume: 06 Issue: 07 | July 2019
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CONCLUSION
2004, pp365-368.
9.
Cold mix can be laid on low to medium volume road as a
green paving mix. Mixture can be produced by using
conventional plant or by hand. So it can be laid as surface
course or bituminous base course for rural road
construction. Cold mix can be tried for paving mix in north
east region of India. Optimum binder content for mix design
is 10%.Hot mix design have minimum stability value of 300
kg and here in cold mix design, stability value of samples is
greater than 300 kg so it can be used in road construction. It
is economical and high production is possible with low
investment.
10. Thanaya, I. N. A., Zoorob, S., E., and Forth., P. (2009).
“A laboratory study on cold-mix, cold-lay emulsion
mixtures”. Institution of civil engineers Transport
162 February, p 47-55.
11. Asphalt Institute Manual Series No.14 (MS- 14).
“Asphalt cold mix mannual”. Third Edition,
Lexington, KY 40512-4052 USA. Part IV, Appendix F,
pp 106-122, 1997.
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Doyle, T. “Relating laboratory conditioning
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Erfass, Poirier, Henrat, and Carbonneau.
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